Effect Of Groundnut Shell Ash On Soil Stabilization

Project and Seminar Materials for Civil Engineering CE

Effect Of Groundnut Shell Ash On Soil Stabilization


Abstract


As the topic of this research project implies (Effect of groundnut shell ash on lateritic soil properties) and which aim and objective are to shed light on Engineering Properties of Laterite Soil which is extensively used as a construction materials in Civil Engineering Project which is accomplished through intensive field investigation and comprehensive laboratory test. The index property test classified the soil as (A-2-4) subgroup under the AASHTO soil classification scheme. Thus the material is deemed inadequate for use as a road pavement base or sub-base. Index and geo-technical properties test conducted in the soil containing groundnut shell ash combination shows significant improvement in properties. All test on this research were carried out in accordance with BS (1377:1975). Although G.S.A. does not have the same binding power with cement but from the analysis of the result been carried out on G.S.A. shows that it can be used as a binding agent in the absent of the cement 4% of G.S.A. content was also observed to be the optimum content. All test and analysis are shown in chapter three and four.


Table of Content


Preliminary Page(s)

  • Title Page
  • Certification
  • Dedication
  • Acknowledgement
  • Abstract
  • Table of content

Chapter One

1.0 Introduction

  • 1.1 Background of the Study
  • 1.2 Aims and Objectives
  • 1.3 Scope and Limitations
  • 1.4 Methodology
  • 1.5 Justification

Chapter Two

2.0 Literature Review


Chapter Three

3.0 Methodology

  • 3.1 Sieve Analysis Test
  • 3.2 Specific Gravity Test (GS) Test
  • 3.3 Liquid Limit and Plastic Limit
  • 3.4 Compaction Test (BS 1377 โ€“ 1975)
  • 3.5 California Bearing Ratio (C.B.R.) Test

Chapter Four

4.0 Result and Analysis of Result

  • 4.1 Sieve Analysis Test
  • 4.2 Specific Gravity (GS) Test BS 812)
  • 4.3 Liquid Limit and Plastic Limit Test
  • 4.4 Compaction Test
  • 4.5 California Bearing Ratio (C.B.R.) Test

Chapter Five

5.0 Conclusion and Recommendation

  • 5.1 Conclusion
  • 5.2 Recommendation
  • References

Chapter One


1.0 Introduction

The search for alternative binder or pozzolanic material has become a challenge to national development. Potential of laterite soil as a reliable and durable construction material is highly locally available and has been one of the major building materials for a long time. One of the various soil types that occur in the tropic and sub-tropic laterite is one of the commonest types and is of special interest in building and road constructions. Laterite soils are highly weathered soil which contains large but extremely variable proportion of iron and aluminum oxides well as quartz and other minerals. AASHTO classified soils into seven groups. A โ€“ 1 to A โ€“ 7. According to the AASHTO subgrade classification system, residual soils are typically classified in the A โ€“ 2 category (AASHTO Designation: M 145 โ€“ 87). The glacial soil found in the northern states can be classified as either gravel (A โ€“ 1) sand (A โ€“ 2), Silts (A โ€“ 5) or silty clays (A โ€“ 6).

The coaster soils along the eastern seaboard and in the gulf area are largely sands and gravel. Note, however, that within this region are extensive area of highly plastic clay (A โ€“ 7). According to Ola (1978) most lateritic soil for road fall within the A โ€“ 2, A โ€“ 6 and A โ€“ 7 group and lateritic soil have been found in the A โ€“ 3 and A โ€“ 5 group. Laterite is defined in Osula (1984) is a highly weathered tropical soil, rich in secondary oxide of any or a combination of iron, aluminum and manganese, manganese having been reported as a predominant element with combination with iron is some varieties of laterites notable those in India, Nigeria laterite soil are derived from basic igneous, metamorphic and sedimentary rock and can be found in the sedimentary basin and over the basement complex area of the country (Durotoye 1983).

Laterite soil has been successfully used in various aspect of civil engineering construction project. Laterite materials are employed in the construction of airports, runways, highways, earth fill dam, low cost building etc. Osinubi and Kate (1997) have described laterite soil as the most common pavement materials in the tropics and sub-tropics. Some laterite soil, like laterite clays required improvement on the engineering properties before they can be used in any form of construction due to the fact that these soil have high swelling potentials which caused problem in construction thereby making them not favourable when used for construction materials in their natural states.


1.1 Background of the Study

A lot of research activities have been carried out on lateritic sills but little emphasis have been laid on the relationship between plasticity (consistency limit) and compressibility characteristics. Negligence on the part of construction engineers have led to uncountable road and structure failure within the Sub-Sahara Africa. According to Ashworth (1996), it was revealed that lateritic soils are graded with deficiency in sand and silt size particles. Ola (1974), investigated stabilization problems associated with laterite and the modified result is used in production of blocks. Balogun (1982), investigated some physical and geotechnical properties of laterite soil in Shagamu, Southwestern Nigeria, this found to have significant difference in some index properties and crushing strength of three Southwestern Nigeria lateritic clay deposits with the aim of seeing how the materials could be used for bricks.

The result of the findings showed that firing increase the strength tremendously. A problem laterite soil is those that do not yield reproducible result using standard laboratory testing procedures. The soils are difficult to evaluate as engineering construction materials. The peculiar problem of this soil have been identified as thermal and mechanical instabilities i.e the susceptibility to significant change on the addition of small levels of the thermal or mechanical energy. This research project is to investigate the characteristic properties of lateritic soil located at Irewole Local Government, Ikire in Osun State, Opposite Saw Mill, by using Groundnut shell ash as an alternate binder at various percentage replacement to know the effect which those pozzolanic has on this selected laterite soil sample which will be determined in the laboratory by multiple compaction test among others. The result have from this test shall be used to determine the characteristic properties of the selected sample as well as to design for its mixing proportion when needed for civil engineering projects


1.2 Aims and Objectives

Aims

he aim of this research work is to determine the effect of Groundnut shell ash on lateritic soil properties so as to determine the best mix design.

Objectives
  1. To determine some physical properties of the lateritic soil by adding Groundnut shell ash as alternative binder in order to check for suitability for road construction in any civil engineering project.
  2. To determine the effect of Groundnut shell ash as pozzolanic materials on lateritic soils.
  3. To determine the suitability of the modified soil on civil engineering project

1.3 Scope and Limitations Scope

The scope of this project includes the following:

  1. To determine the strength and bearing capacity of the selected lateritic soil sample.
  2. To determine the suitability properties of the soil sample on civil engineering project.
  3. To determine the index properties of their selected soil sample according to AASHTO soil classification scheme.
Limitations

This research is limited to the determination of effect which Groundnut shell ash has on lateritic soil properties if used as an alternate binder in any civil engineering project.


1.4 Methodology

The methodology of this research work involves:

  1. Collection of laterite soil at specified site, dry it and cruch it to allow pass 20mm sieve.
  2. Collection of Groundnut shell and burn it to ash in order to obtain Groundnut shell ash and sieve it to pass 75mm or 0.075mm. Aparture before use.
  3. Carryout various laboratory test on lateritic soil properties e.g. sieve analysis, C.B.R test, compaction test, specific gravity test, liquid limit and plastic limit test among others.
  4. Addition of Groundnut shell ash in various proportions i.e 2%, 4%, 6%, 8% to lateritic soil properties and carry out laboratory test on it (C.B.R Test, Compaction Test, e.t.c)

1.5 Justification

The justification to this research work the effect of Groundnut shell ash on lateritic soil properties shall be determined through various laboratory test which will enable us to know if the addition of groundnut shell ash as an alternative binder in laterictic soil properties is good and if it can be use in any civil engineering project.


Chapter Five


5.0 Conclusion and Recommendation

5.1 Conclusion

Base on result obtained from various experiment carried out on borrow pit sample. The following conclusions are drawn from the study.

  1. The soil sample was classified according to AASHTO soil classification system to be (A-2-4) sub group.
  2. The addition of G.S.A. increase the volume stability of the soil.
  3. Groundnut shell ash (GSA) increases the OMC but decrease the MDD of the soil, the increase in the groundnut shell ash decrease the plasticity index of the soil. This confirms that the activity of the mixture reduced with the addition of Groundnut Shell Ash.
  4. 4% of Groundnut Shell Ash was observed to be the Optimum Moisture Content for the lateritic soil..
  5. From the foregoing investigation it would appear that G.S.A. perform satisfactorily as a cheap stabilizing agent for lateritic soil for sub-grade purposes.

5.1 Recommendation

Base on the laboratory investigation carried out on the soil sample from borrow pit in Ikire Opposite Saw Mill in Irewole Local Government of Osun State Nigeria. It is very essential to recommend that the modification of the soil sample using binder should not be more than 4% replacement of Groundnut Shell Ash.

Therefore, based on the result achieved from laboratory test. Groundnut Shell Ash is not have enough binding power as pazzolanic materials for the improve lateritic soil sample.


Effect Of Groundnut Shell Ash On Soil Stabilization


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